4 pile cap design [civilax.com]
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PetrofacPetrofac International Limited
PROJECT: Validation of SpreadsheetDOCUMENT No. DATE
Spreadsheet-Validation-3 11-11-2006
TT!E : Design Calculation for 6-Pile CapDES"NED C#EC$ED S#EET
JJ !"#
I"$#%D&C$I%" $% $'( SP#()DS'(($ *%# D(SI+" %*
n this se%tion& the 'eneral (eat)res o( the spreadsheet are e*plained +rie(l,.
re%tan')lar pile %aps ith or /ore piles.
1,0 )SS&!P$I%"S LI!I$)$I%"S %* $'( SP#()DS'(($.
01 The pile %ap is ass)/ed to +e ri'id.
irre')lar shaped pile %aps are o)tside the p)r2ie o( this spreadsheet.
Pile %aps (or /)lti-pedestals%ol)/ns are o)tside the p)r2ie o( this spreadsheet.
41 Centroid o( pedestal is %onsidered as the ori'in (or %o-ordinate a*es.
51 E%%entri%it, o( hori6ontal loads ith respe%t to C.". o( pile %ap is not %onsidered.
the dire%tion o( %o-oridnate a*es. The n)/+er o( pilessi6e o( pile %ap shon
ill not %han'e +ased on the inp)t.
71 8or %he%9in' the +)o,an%, %ondition& onl, to %onditions are %onsidered -
desi'n ater ta+le either at 'ro)nd le2el or +elo the (o)ndin' depth o( pile %ap.
nter/ediate le2els +eteen these to are not %onsidered.
2,0 *()$&#(S %* $'( SP#()DS'(($.
01 STAAD anal,sis o)tp)t %an +e dire%tl, (ed as the inp)t (or desi'n o( pile %ap.
1 There are options to desi'n the pile %ap either (or the a%t)al pile loads or (or
the ()ll %apa%it, o( pile. n the %ase o( desi'n ith ()ll %apa%it, o( piles& all the
pile loads ill +e ta9en as %o/pression %apa%it, (or %al%)latin' the +otto/
rein(or%e/ent and all the pile loads ill +e ta9en as tension %apa%it, (or
%al%)latin' the top rein(or%e/ent.
1 All %ells other than the inp)t %ells are lo%9ed to prote%t the spreadsheet (ro/
an, )nintended %han'e/odi(i%ation.
#(C$)"+&L)# PIL( C)P.
This spreadsheet %an +e )sed (or the desi'n ;as per /S 110-1.11 o(
1 This spreadsheet is /eant onl3 for rectangular pile caps. O%ta'onal or
31 This spreadsheet is /eant onl3 for pile caps 4ith single pedestal5column,
1 !inimum numer of piles shall e 7, ;Separate spreadsheets are /ade
(or pile %aps ith piles < 3 piles1. !a8imum numer of piles shall e 2,
=1 Ma*i/)/ load %ases is li/ited to 100.
>1 The dia'ra/s shoin' the plan o( pile %ap is indicati9e onl3: /eant to sho
31 8or eas, re(eren%e& all inp)ts (or the spreadsheet are hi'hli'hted in ;#ose;
%olo)r and the o)tp)t are hi'hli'hted in ;<ello4; %olo)r.
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PetrofacPetrofac International Limited
PROJECT: Validation of SpreadsheetDOCUMENT No. DATE
Spreadsheet-Validation-3 11-11-2006
TT!E : Design Calculation for 6-Pile CapDES"NED C#EC$ED S#EET
JJ !"#
41 E((e%t o( ater ta+le is %onsidered in the spreadsheet. #oe2er& the loss in
%apa%it, o( pile.
=,0 P#%C(D&#( *%# &SI"+ $'( SP#()DS'(($.
The pro%ed)re (or )sin' the spreadsheet is +rie(l, e*plained +elo.
;Input; Sheet.
01 The o)tp)t ;)n(a%tored s)pport rea%tions1 (ro/ STAAD (or the re?)ired
pedestal%ol)/n alon' ith the load %ase n)/+er shall +e pasted )nder @!oads
(ro/ STAAD O)tp)t@. Care shall +e ta9en to ens)re that the )nits are in
;>"; ;m; and proper direction of co-ordinate a8es is selected,
1 Sele%t @es@ or @No@ (or @Bhether load at +otto/ o( pile %ap is a2aila+le or not@
31 Enter the n)/+er o( load %ases in the %ell (or @Total n)/+er o( load %ases@.
the o)tp)t ill 'i2e /isleadin' 2al)es.
;Design; Sheet.
01 Under @"eneral Data@ pro2ide 2ario)s inp)t li9e si6e o( pile& n)/+er o( piles&
depth o( ater ta+le& %apa%it, o( piles& 'rade o( /aterial& di/ensions o( pile %ap&
(o)ndin' depth o( pile %ap& %lear %o2er to rein(or%e/ent& di/ensions o( pedestal&
et%. in the proper )nits in the respe%ti2e %ells.
1 Under @Arran'e/ent o( Piles@& ()rnish the %o-ordinates o( ea%h pile in /etres&
+ased on the dire%tion o( %o-ordinate a*es& as shon in the dia'ra/ o( pile %ap.
31 Enter the lo%ation o( %riti%al se%tions (or shear in //& ith respe%t to the C"
o( pile %ap.
1 Under @Desi'n o( Pile Cap@& sele%t the option (or desi'n ith @A%t)al Pile
Rea%tions@ or @8)ll Capa%it, o( Piles@& as the %ase +e.
41 Sele%t the dia/eter o( rein(or%e/ent to +e )sed& s)itin' the %onditions.
51 !oo9 (or 2ario)s %he%9s ;(ail)re /essa'es1 and %o/plete the desi'n.
is %han'ed.
>1 All the %al%)lations are per(or/ed in the sheet @Cal%)lation@& hi%h is prote%ted.
self 4eight of pile d)e to ater ta+le shall +e a%%o)nted in the tension
Ta9e %are to gi9e the e8act numer of load cases& +e%a)se otherise
=1 Re/e/+er to %li%9 the ;Perform Design; +)tton ea%h ti/e the desi'n inp)t
#oe2er& the rele2ant o)tp)t is ritten to sheets @Pile Loads@ and @Critical
/! S*@& hi%h are )nprote%ted to ena+le s)+/ission o( o)tp)t.
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PetrofacPetrofac International Limited
PROJECT: Validation of SpreadsheetDOCUMENT No. DATE
Spreadsheet-Validation-3 11-11-2006
TT!E : Design Calculation for 6-Pile CapDES"NED C#EC$ED S#EET
JJ !"#
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PetrofacPetrofac International Limited
PROJECT: Validation of SpreadsheetDOCUMENT No. DATE
Spreadsheet-Validation-3 11-11-2006
TT!E : Design Calculation for 6-Pile CapDES"NED C#EC$ED S#EET
JJ !"#
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Petrofac PROJECT Validation of Spreadsheet
Petrofac International Limited ITEM Design Calculation for 6-Pile Cap
Bhether the load at the +otto/ o( pile %ap is a2aila+le or not No JOB No. P REPARED CHECKED APPROVED DATE SHEET
Total n)/+er o( load %ases > nos JI-1= JJX MNR 11-11-2006
Total hei'ht (ro/ the top o( pedestal to the +otto/ o( pile %ap 3.4 / DOC. No. Spreadsheet-Validation-= REVISION 0
)ppendi8 1. Load Input for the Design of Pile Cap
Support #eactions from S$))D %utput Loads at the ottom of the pile cap
30 -5.7 ->.50 -.5 0. 0.4 -5.7 0>5.3>> -.5 -. >.47
3 3.=43 04.= -.0 0. 0.4 3.=43 3=.= -.0 -.3 -00.7
33 .=7 =.5> -0.73 0. 0.4 .=7 5=.5> -0.73 -5.0>4 -03.7
3 . =0.35= 0.>75 0. 0.4 . 55.35= 0.>75 5.05 -0.
34 -00.3 05.744 -.0= .0 0. 0.4 -00.3 347.744 -.0= -5.>> .0 3=.0
35 50.57 343.4>7 -.0 .0 0. 0.4 50.57 4>.4>7 -.0 -5.>3 .0 -077.0
3= 0>.>>4 4.534 -. . 0. 0.4 0>.>>4 .534 -. -03.03 . -50.3=
3> 0>.74= .=> -.4 .0 0. 0.4 0>.74= 37.=> -.4 -.=30 .0 -50.5
37 -.>=0 35.05 0.>>4 -.0 0. 0.4 -.>=0 30.05 0.>>4 5.05 -.0 =.33
30 7.> .=5 0.>7 -.0 0. 0.4 7.> 507.=5 0.>7 5.03 -.0 -050.7
300 =.3= 305.>5 -.00 -.0 0. 0.4 =.3= 400.>5 -.00 -.35 -.0 -.0
30 =.47 304.>=> 3.=5> -.0 0. 0.4 =.47 40.>=> 3.=5> 0.5 -.0 -.
303 03.47 30.00 -.74 .0 0.5 0 03.47 5.00 -.74 -5.>7 .0 -.
30 4.5 3=3.40 0.>7 -.0 0.5 0 4.5 45>.40 0.>7 5.03 -.0 -0>.5
30 -33.434 03.0> -.00 0. 0.4 -33.434 >.0> -.00 -.35 0>.7>
3 =.43 4.=4> -. 0. 0.4 =.43 =.=4> -. -.03 ->>.4=
33 -3. 03.=3= -. 0. 0.4 -3. 3=.=3= -. -5.4= 0.=
3 -3.47 033.37 .= 0. 0.4 -3.47 3>.37 .= 5.43 7.7
LoadCase
Load*actor forPile CapDesign
Increase*actor for
PileCapacit3*
?>"@ *
< ?>"@ *
A ?>"@ !
?>"-m@ !
< ?>"-m@ !
A ?>"-m@ *
?>"@ *
< ?>"@ *
A ?>"@ !
?>"-m@ !
< ?>"-m@ !
A ?>"-
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)ppendi8 1. Load Input for the Design of Pile Cap
Support #eactions from S$))D %utput Loads at the ottom of the pile capLoadCase
Load*actor forPile CapDesign
Increase*actor for
PileCapacit3*
?>"@ *
< ?>"@ *
A ?>"@ !
?>"-m@ !
< ?>"-m@ !
A ?>"-m@ *
?>"@ *
< ?>"@ *
A ?>"@ !
?>"-m@ !
< ?>"-m@ !
A ?>"
34 -4=.7> 4=.>3 -.7 -.54 0. 0.4 -4=.7> =.>3 -.7 -5.>5 -.54 0>5.
35 04.0 34>.>> -.>4 -.54 0. 0.4 04.0 443.>> -.>4 -5.==5 -.54 -7.
3= -=.0>5 55.> -.04 -.54 0. 0.4 -=.0>5 550.> -.04 -03.30 -.54 >>.3
3> -=.00 5=.=3 -.7= -.54 0. 0.4 -=.00 55.=3 -.7= -.304 -.54 >>.0
37 -.5> 5=4.7= 0.>0= -.0> 0. 0.4 -.5> >=.7= 0.>0= 4.74 -.0> 0.
30 >.30 >=.7 0.>5 -.0> 0. 0.4 >.30 5>.7 0.>5 4.734 -.0> -70.=
300 -0.04= 474.5 -.07 -.0> 0. 0.4 -0.04= =7.5 -.07 -.530 -.0> 5.
30 -0.>4 475.0= 3.>0 -.0> 0. 0.4 -0.>4 =70.0= 3.>0 0.375 -.0> 4.=
303 -33.0 >0.5 -.>0 -.54 0.5 0 -33.0 5=5.5 -.>0 -5.=53 -.54 0=.
30 -.=74 =3>.05 0.>0 -.07 0.5 0 -.=74 733.05 0.>0 4.>>7 -.07 =.
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)ppendi8 1. Load Input for the Design of Pile Cap
Support #eactions from S$))D %utput Loads at the ottom of the pile capLoadCase
Load*actor forPile CapDesign
Increase*actor for
PileCapacit3*
?>"@ *
< ?>"@ *
A ?>"@ !
?>"-m@ !
< ?>"-m@ !
A ?>"-m@ *
?>"@ *
< ?>"@ *
A ?>"@ !
?>"-m@ !
< ?
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)ppendi8 1. Load Input for the Design of Pile Cap
Support #eactions from S$))D %utput Loads at the ottom of the pile capLoadCase
Load*actor forPile CapDesign
Increase*actor for
PileCapacit3*
?>"@ *
< ?>"@ *
A ?>"@ !
?>"-m@ !
< ?>"-m@ !
A ?>"-m@ *
?>"@ *
< ?>"@ *
A ?>"@ !
?>"-m@ !
< ?
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)ppendi8 1. Load Input for the Design of Pile Cap
Support #eactions from S$))D %utput Loads at the ottom of the pile capLoadCase
Load*actor forPile CapDesign
Increase*actor for
PileCapacit3*
?>"@ *
< ?>"@ *
A ?>"@ !
?>"-m@ !
< ?>"-m@ !
A ?>"-m@ *
?>"@ *
< ?>"@ *
A ?>"@ !
?>"-m@ !
< ?
!a8imum 61,2 =,1B =,1 0 0 0 61,2 ==,1B =,1 12,7
!inimum -B,B -,61 -7,11 0 -0,1B 0 -B,B 16,= -7,11 -1=,=7 -0
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PetrofacPetrofac International Limited
PROJECT: Validation of SpreadsheetDOCUMENT No. DATE
Spreadsheet-Validation-3 11-11-2006
TT!E : Design Calculation for 6-Pile CapDES"NED C#EC$ED S#EET
JJ !"#
Na/e o( the pile %ap PC
T,pe o( pile Dri2en %ast in-sit)
Shape o( pile Cir%)lar
Si6e o( pile 4 // dia
No. o( piles nos
Depth o( desi'n ater ta+le +elo 8"! 3 //
Capacit3 of Pile ?unfactored@.
a1 in %o/pression 3 9N
+1 in tension =4 9N
%1 in shear 3 9N
!oad (a%tor (or pile %ap desi'n 0.4
Detail of !aterials.
"rade o( %on%rete 34
"rade o( rein(or%e/ent 37
Densit, o( %on%rete 4
Densit, o( soil 0>
Detail of Pile Cap.
0 //
0 //
0 //
8o)ndin' depth o( +otto/ o( pile %ap +elo 8"! 0> //
0> - 0
> //
S)r%har'e a+o2e pile %ap& i( an,
Clear Co2er:
a1 (or +otto/ rein(or%e/ent =4 //
+1 (or top rein(or%e/ent 4 //
Detail of Pedestal.
= //
= //
#ei'ht o( pedestal a+o2e 8"! 04 //
/,7 D(SI+" %* PIL( C)P PC-6. ?as per /S 110.Part 1 - 1@
1,0 +("(#)L D)$).
N//
N//
9N/3
9N/3
!en'th o( pile %ap in F dire%tion& !pF
!en'th o( pile %ap in G dire%tion& !pG
Thi%9ness o( pile %ap& tp
∴ Depth o( soil a+o2e pile %ap
9N/
!en'th o( pedestal in F dire%tion& !pedF
!en'th o( pedestal in G dire%tion& !pedG
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PetrofacPetrofac International Limited
PROJECT: Validation of SpreadsheetDOCUMENT No. DATE
Spreadsheet-Validation-3 11-11-2006
TT!E : Design Calculation for 6-Pile CapDES"NED C#EC$ED S#EET
JJ !"#
eight of Pile Cap Pedestal Soil Surcharge.
Sel( ei'ht o( pile %ap H.0 * .0 * 0I 4
00.4 9N
Bei'ht o( pedestal .= * .= H0.4 0.> - 0I 4
=.45 9N
Bei'ht o( soil a+o2e pile %ap H.0 * .0 - .= * .=I .> * 0>
45.4 9N
!oad d)e to s)r%har'e& i( an, H.0 * .0 - .= * .=I
9N ;No s)r%har'e1
00.4 =.45 45.4
074 9N
"et &p4ard Load on Pile Cap due to Design ater $ale.
Total net )pard load on pile %ap d)e to the Desi'n ater ta+le is +elo the +otto/ o( pile %ap
desi'n ater ta+le 9N
∴ Total ei'ht
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PetrofacPetrofac International Limited
PROJECT: Validation of SpreadsheetDOCUMENT No. DATE
Spreadsheet-Validation-3 11-11-2006
TT!E : Design Calculation for 6-Pile CapDES"NED C#EC$ED S#EET
JJ !"#
A
PL)" %* PIL( C)P
;onl, to indi%ate the dire%tion o( %o-ordinate a*es1
Criti%al se%tion (or shear
A
PL)" S'%I"+ C#I$IC)L S(C$I%"S
!pF
!peF
! p G
! p e d G
6 i
*i
E . 3
D p
; T , p 1
M*0
M* M60
M6
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PetrofacPetrofac International Limited
PROJECT: Validation of SpreadsheetDOCUMENT No. DATE
Spreadsheet-Validation-3 11-11-2006
TT!E : Design Calculation for 6-Pile CapDES"NED C#EC$ED S#EET
JJ !"#
;onl, to indi%ate the lo%ation o( %riti%al se%tions1
Pile "o,Co-ordinatesE m
P0 -.5=4 -.5=4 .45 .45
P .5=4 -.5=4 .45 .45
P3 -.5=4 .5=4 .45 .45
P .5=4 .5=4 .45 .45
2,0 )##)"+(!("$ %* PIL(S P#%P(#$I(S %* PIL( +#%&P.
"ote. $he centre of pedestal is ta>en as the origin,
!oment of InertiaE m7
8i
Fi
I88i
IFFi
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PetrofacPetrofac International Limited
PROJECT: Validation of SpreadsheetDOCUMENT No. DATE
Spreadsheet-Validation-3 11-11-2006
TT!E : Design Calculation for 6-Pile CapDES"NED C#EC$ED S#EET
JJ !"#
$otal 1,27 1,27
Critical Sections for /ending Shear ?distances from the C+ of pile cap@.
a1 (or +endin' a+o)t F a*is 34 // ;at the pedestal (a%e1
+1 (or +endin' a+o)t G a*is 34 // ;at the pedestal (a%e1
%1 (or shear in plane parallel to F a*is 4 // Re(er 3.00..3 o( KS >00:
d1 (or shear in plane parallel to G a*is 4 // Part 0 - 077=
Perimeter for Punching Shear.
a1 aro)nd pedestal 3 // ;at lo%ation o( %riti%al se%tion1
+1 aro)nd s?)are pile ;Not appli%a+le in this %ase1
%1 aro)nd %ir%)lar pile 3 // ;at 0.4 d (ro/ (a%e o( %orner pile1
;here d e((e%ti2e depth o( pile %ap1
a1 Ma*i/)/ 2erti%al load on pile =3. 9N ;Co/pression1
+1 Mini/)/ 2erti%al load on pile 04.> 9N ;No Tension1
%1 Ma*i/)/ shear on pile 04.33 9N
The pile loads are %he%9ed a'ainst in%reased %apa%ities (or indseis/i%
load %o/+inations ith appropriate (a%tors& here2er appli%a+le. Re(er
Appendi*- (or load on piles (or ea%h load %ase.
a1 Che%9 (or %o/pression %apa%it, Sa(e #en%e O9 (or %o/pression
+1 Che%9 (or tension %apa%it, Sa(e #en%e O9 (or tension
%1 Che%9 (or shear %apa%it, Sa(e #en%e O9 (or shear
a1 Re(er Appendi*-0 (or !oad np)t (or the Desi'n o( Pile Cap.
+1 Re(er Appendi*- (or !oad in Piles < Che%9 (or Pile Capa%it,.
%1 Re(er Appendi*-3 (or Criti%al Kendin' Mo/ents < Shear 8or%es in Pile Cap.
=,0 C'(CG *%# PIL( L%)DS ?unfactored@.
"ote.
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PetrofacPetrofac International Limited
PROJECT: Validation of SpreadsheetDOCUMENT No. DATE
Spreadsheet-Validation-3 11-11-2006
TT!E : Design Calculation for 6-Pile CapDES"NED C#EC$ED S#EET
JJ !"#
Desi'n (or%es (or the pile %ap A%t)al pile rea%tions
Dia/eter o( rein(or%e/ent //
7,1 Design for /ending !oment.
a@ Calculation of reinforcement at the ottom of pile cap.
i1 a+o)t F a*is:
Ma*i/)/ (a%tored +endin' /o/ent& 75.>3 9N-/
$L .045 Re(er 3... o( KS >00:
+ 0 // Part 0 - 077=
d 704 //
$
.4
6 d H.4 s?rt;.4 - $.71I
>57.4 //
7
=3 ;.03& Re(er Ta+le 3.4
=3 o( KS >00:Part 0 - 077=1
Dia/eter o( rein(or%e/ent //
Re?)ired spa%in' o( rein(or%e/ent 0 //
Spa%in' o( rein(or%e/ent pro2ided 4 //
733
Pro2ide T 4 // %% ;at the +otto/ o( pile %ap alon' G dire%tion1.
Per%enta'e o( rein(or%e/ent pro2ided .043
ii1 a+o)t G a*is:
Ma*i/)/ (a%tored +endin' /o/ent& 003.4 9N-/
7,0 D(SI+" %* PIL( C)P.
;onl, (or the %al%)lation o(initial e((e%ti2e depth1
M)F +
M)+d (
%)
;6/a*
.74d1
Ast M
);.74 (
, 61
//
Ast/in
//
∴ Area o( rein(or%e/ent re?)ired Astre?
//
Astpro2ided
//
M)G +
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PetrofacPetrofac International Limited
PROJECT: Validation of SpreadsheetDOCUMENT No. DATE
Spreadsheet-Validation-3 11-11-2006
TT!E : Design Calculation for 6-Pile CapDES"NED C#EC$ED S#EET
JJ !"#
$L .045 Re(er 3... o( KS >00:
+ 0 // Part 0 - 077=
d >74 //
$
.
6 d H.4 s?rt;.4 - $.71I
>4.4 //
350
=3 ;.03& Re(er Ta+le 3.4
=3 o( KS >00:Part 0 - 077=1
Dia/eter o( rein(or%e/ent //
Re?)ired spa%in' o( rein(or%e/ent 0 //
Spa%in' o( rein(or%e/ent pro2ided 4 //
733
Pro2ide T 4 // %% ;at the +otto/ o( pile %ap alon' F dire%tion1.
Per%enta'e o( rein(or%e/ent pro2ided .045
@ Calculation of reinforcement at the top of pile cap.
i1 a+o)t F a*is:
Ma*i/)/ (a%tored +endin' /o/ent& >>.> 9N-/
$L .045 Re(er 3... o( KS >00:
+ 0 // Part 0 - 077=
d 7 //
$
.0
6 d H.4 s?rt;.4 - $.71I
>73 //
5=
=3 ;.03& Re(er Ta+le 3.4
=3 o( KS >00:Part 0 - 077=1
M)+d (
%)
;6/a*
.74d1
Ast M
);.74 (
, 61
//
Ast/in
//
∴ Area o( rein(or%e/ent re?)ired Astre?
//
Astpro2ided
//
M)F t
M)+d (
%)
;6/a*
.74d1
Ast M
);.74 (
, 61
//
Ast/in
//
∴ Area o( rein(or%e/ent re?)ired Astre?
//
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PetrofacPetrofac International Limited
PROJECT: Validation of SpreadsheetDOCUMENT No. DATE
Spreadsheet-Validation-3 11-11-2006
TT!E : Design Calculation for 6-Pile CapDES"NED C#EC$ED S#EET
JJ !"#
Dia/eter o( rein(or%e/ent //
Re?)ired spa%in' o( rein(or%e/ent 0 //
Spa%in' o( rein(or%e/ent pro2ided 4 //
733
Pro2ide T 4 // %% ;at the top o( pile %ap alon' G dire%tion1.
Per%enta'e o( rein(or%e/ent pro2ided .07
ii1 a+o)t G a*is:
Ma*i/)/ (a%tored +endin' /o/ent >.45 9N-/
$L .045 Re(er 3... o( KS >00:
+ 0 // Part 0 - 077=
d 7 //
$
6 d H.4 s?rt;.4 - $.71I
>= //
>7
=3 ;.03& Re(er Ta+le 3.4
=3 o( KS >00:Part 0 - 077=1
Dia/eter o( rein(or%e/ent //
Re?)ired spa%in' o( rein(or%e/ent 0 //
Spa%in' o( rein(or%e/ent pro2ided 4 //
733
Pro2ide T 4 // %% ;at the top o( pile %ap alon' F dire%tion1.
Per%enta'e o( rein(or%e/ent pro2ided .04
Astpro2ided
//
M)G t
M)+d (
%)
;6/a* .74d1
Ast M
);.74 (
, 61
//
Ast/in
//
∴ Area o( rein(or%e/ent re?)ired Astre?
//
Astpro2ided
//
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PetrofacPetrofac International Limited
PROJECT: Validation of SpreadsheetDOCUMENT No. DATE
Spreadsheet-Validation-3 11-11-2006
TT!E : Design Calculation for 6-Pile CapDES"NED C#EC$ED S#EET
JJ !"#
7,2 Chec> for %ne-4a3 Shear.
.=3 o( KS >00:Part 0 - 077=1
i@ in plane parallel to a8is.
Desi'n shear (or%e& 3=.5 9N ;(a%tored1
+ 0 //
d 704 //
.0>0
Re(er Ta+le 3.> o( KS >00: Part 0 - 077=.
8a%tor (or %hara%teristi% stren'th o( %on%rete here&
0.007
.043
.>03 ;itho)t shear rein(or%e/ent1
Partial sa(et, (a%tor (or /aterial 0.4 ;Re(er ...0 o( KS >00:Part 0 - 077=1
.3>
!en'th o( portion o( the /e/+er trans2ersed 4 - = ;i.e. distan%e +eteen %riti%al se%tion <
07 // ed'e o( pedestal1
Enhan%ed alloa+le shear stress Re(er 3..4.> o( KS >00:
.75= Part 0 - 077=
Shear stress is less than the alloa+le stress& hen%e O9.
ii@ in plane parallel to A a8is.
Desi'n shear (or%e& 374.=4 9N ;(a%tored1
Ma*i/)/ desi'n shear stress& ν/a*
.> ;( %)
1.4 or 4 N//& hi%he2er is less ;Re(er 3.5..5
N//
V)F
∴ Shear stress& ν V)F
+ d
N//
Desi'n %on%rete shear stress& ν%
.=7 H0 As;+
2 d1I03 HdI0 γ
/
;( %)
4103 ( %)/a*
N//
0 As+
2 d
HdI0
γ /
∴ ν% N//
+, shear (ail)re plane& a2
ν% Hda
2I
N//
V)G
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PetrofacPetrofac International Limited
PROJECT: Validation of SpreadsheetDOCUMENT No. DATE
Spreadsheet-Validation-3 11-11-2006
TT!E : Design Calculation for 6-Pile CapDES"NED C#EC$ED S#EET
JJ !"#
+ 0 //
d >74 //
.00
Re(er Ta+le 3.> o( KS >00: Part 0 - 077=.
8a%tor (or %hara%teristi% stren'th o( %on%rete 0.007
.045
.>0> ;itho)t shear rein(or%e/ent1
0.4
.300
4 - = ;i.e. distan%e +eteen %riti%al se%tion <
07 // ed'e o( pedestal1
Enhan%ed alloa+le shear stress Re(er 3..4.> o( KS >00:
.73 Part 0 - 077=
Shear stress is less than the alloa+le stress& hen%e O9.
7,= Chec> for $4o-4a3 Shear.
i@ Chec> for punching due to pedestal.
This %he%9 is re?)ired onl, (or those %ases here the spa%in' o( pile e*%eeds Re(er 3.00..4 o( KS >00:
3 * dia o( pile. 8or other %ases& i'nore this %he%9. Part 0 - 077=
Re(er 3.=.= < 8i')re 3.3 o( KS >00:Part 0 - 077=.
Ma*i/)/ p)n%hin' load (ro/ pedest =7.35
!oad (a%tor 0.4
00>>.4 9N
Peri/eter alon' the %riti%al se%tion& ) 3 //
E((e%ti2e depth& d 74 //
>54 9N
P)n%hin' load is less than the shear stren'th o( %on%rete& hen%e O9.
ii@ Chec> for punching stress along the perimeter of the pedestal.
Re(er 3.00..4 o( KS >00:Part 0 - 077=.
∴ Shear stress& ν V)G
+ d
N//
Desi'n %on%rete shear stress& ν%
.=7 H0 As;+
2 d1I03 HdI0 γ
/
0 As+
2 d
HdI0
γ /
∴ ν% N//
a2
ν% Hda2I
N//
9N ;/a*. pedestal load ei'ht o( pedestal&
portion o( pile %ap < soil s)r%har'e1
∴ 8a%tored p)n%hin' load& P)
∴ Shear stren'th d)e to %on%rete& V%
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PetrofacPetrofac International Limited
PROJECT: Validation of SpreadsheetDOCUMENT No. DATE
Spreadsheet-Validation-3 11-11-2006
TT!E : Design Calculation for 6-Pile CapDES"NED C#EC$ED S#EET
JJ !"#
Ma*i/)/ p)n%hin' load (ro/ pedest =54.=0
!oad (a%tor 0.4
00>.4= 9N
> //
E((e%ti2e depth& d 74 //
.43
Alloa+le shear stress
.=3 o( KS >00:Part 0 - 077=1
P)n%hin' stress is less than the alloa+le shear stress& hen%e O9.
iii@ Chec> for punching stress at ;1,Bd; distance from the pedestal face. Re(er 3.=.=. o( KS >00:
E((e%ti2e depth& d 74 // Part 0 - 077=
Peri/eter at %riti%al se%tion&
a1 parallel to F a*is //& ;%riti%al se%t. is o)tside pile %ap1
+1 parallel to G a*is //& ;%riti%al se%t. is o)tside pile %ap1
NAP // ;Che%9 is not appli%a+le1
Ma*i/)/ p)n%hin' load (ro/ pedest =5. 9N
!oad (a%tor 0.4
0007.5 9N
NAP ;Che%9 is not appli%a+le1
Alloa+le p)n%hin' stress .30
This check is not applicable.
i9@ Chec> for punching stress around the perimeter of pile.
=3. 9N ;)n(a%tored1
!oad (a%tor 0.4
0.0 9N
00 //
E((e%ti2e depth& d 74 //
.3
Alloa+le shear stress
.=3 o( KS >00:Part 0 - 077=1
P)n%hin' stress is less than the alloa+le shear stress& hen%e O9.
9N ;/a*. pedestal load ei'ht o( pedestal1
∴ 8a%tored p)n%hin' load& P)
Peri/eter alon' the %riti%al se%tion& )o
∴ Shear stress& ν N//
.> ;( %)
1.4 or 4 N//& hi%he2er is less ;Re(er 3.5..5
N//
∴ Total peri/eter alon' the %riti%al se%tion& )
∴ 8a%tored p)n%hin' load& P)
∴ P)n%hin' shear stress& ν N//
N//
Ma*i/)/ p)n%hin' load& Ppile
∴ 8a%tored p)n%hin' load& P)
Peri/eter& )o
∴ P)n%hin' shear stress& ν N//
.> ;( %)
1.4 or 4 N//& hi%he2er is less ;Re(er 3.5..5
N//
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PetrofacPetrofac International Limited
PROJECT: Validation of SpreadsheetDOCUMENT No. DATE
Spreadsheet-Validation-3 11-11-2006
TT!E : Design Calculation for 6-Pile CapDES"NED C#EC$ED S#EET
JJ !"#
9@ Chec> for punching stress at ;1,Bd; distance from the pile face.
=3. 9N
!oad (a%tor 0.4
0.0 9N
3 //
E((e%ti2e depth& d 74 //
.00
Alloa+le p)n%hin' stress .30
P)n%hin' stress is less than the alloa+le stress& hen%e O9.
C%"$("$S
S, "o, Description Page "o,
0. "eneral Data 0
. Arran'e/ent o( Piles < Properties o( Pile "ro)p 3
3. Che%9 (or Pile !oads 4
. Desi'n o( Pile Cap 5
.0 Desi'n (or Kendin' Mo/ent 5
. Che%9 (or One-a, Shear 7
.3 Che%9 (or To-a, Shear 0
Appendi* 0 !oad np)t (or the Desi'n o( Pile Cap
Appendi* !oad in Piles < Che%9 (or Pile Capa%it,
Appendi* 3 Criti%al Kendin' Mo/ents < Shear 8or%es
Ma*i/)/ p)n%hin' load& Ppile
∴ 8a%tored p)n%hin' load& P)
Peri/eter& )o
∴ P)n%hin' shear stress& ν N//
N//
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PetrofacPetrofac International Limited
PROJECT: Validation of SpreadsheetDOCUMENT No. DATE
Spreadsheet-Validation-3 11-11-2006
TT!E : Design Calculation for 6-Pile CapDES"NED C#EC$ED S#EET
JJ !"#
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Petrofac
Petrofac International Limited
PROJECT Validation of Spreadsheet
ITEM Design Calculation for 6-Pile Cap
)ppendi8-2
P1 P2 P= P7
30 ==.70 04.3 ==.>7 04.>
3 .7= 0>.45 .75 0>.45
33 53.70 =. 47.33 57.5
3 4>.7= 57.55 53.43 =.
34 05.5 =>.=> 00.07 =3.=
35 54.77 03.35 5.73 >.30
3= 7.5 03=.57 >.53 0>.5
3> >=. 033 >5.>5 03.5
37 033. =>.0 03=.45 >.4
30 7.= 0.47 7=.7 0=.0
300 007. 035.70 00>.77 035.>>
30 00.05 03. 03. 00.>
303 73. 0.>3 >>.3> 007.=7
30 033.0 05.5 03=.5 040.05
30 0.4 50.=> 0. 50.=5
3 7.0= 7.= 7.05 7.=0
33 >>. >.7 >3.3> =4.5
3 >3.3> =5. >>. >.>
34 4=.7 00>.77 4.5 003.74
35 0.57 047.4 00=.5= 04.
3= 3.> 03=.57 073.0 0=.>
3> 07>.0 033.07 07>.0> 03.75
37 57.3 05.5 =3. 055.3
30 03. .33 03>.> 5.=
300 0.> 0>.== 0.34 0>.3
30 0.04 0=5.= 07.3 0>4.
303 00.0 030.>0 5.0 05.>
30 4>.4 3.57 5.>> >.4
LoadCase
Load on Piles - >" ?4ithout the effect of design 4
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P1 P2 P= P7
LoadCase
Load on Piles - >" ?4ithout the effect of design 4ate
!a8, 26,0= 21=,=6 2=,7 21,17
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P1 P2 P= P7
LoadCase
Load on Piles - >" ?4ithout the effect of design 4ater ta
8or %he%9in' the sa(et, o( piles& in%rease (a%tors (or pile %apa%ities are %onsidered ;here2er appli%a+le1.
Critical Loads in Pile.
Ma*i/)/ 2erti%al load in pile =3. 9N ;)n(a%tored1
Mini/)/ 2erti%al load in pile 04.> 9N ;)n(a%tored1
Ma*i/)/ shear in pile 04.33 9N ;)n(a%tored1
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Petrofac JOB No. PREPARE
Petrofac International Limited JI-1= JJX
PROJECT Validation of Spreadsheet DOC. No. Spre
ITEM Design Calculation for 6-Pile Cap
)ppendi8-=. Critical /ending !oments Shear *orces ?*actored@
30 0. -0.54 05. -.5 -0=.47 -0.> >.30 ->.45 00.>3 37.=> 55.5 4.7= 3.>3
3 0. 00.7= >0.=> >>.05 =.7= >0.7= 3.>> 54.7 0. 0=. 03.0 03>.47 7>.
33 0. -=.07 >.> ->0. 0.= 7.> .3 -5.55 -0.5 3. 7>.= -3.4= 5.>7
3 0. 04>.43 7.= 0.= 04.70 5.5 4.7= 3.4> 3>.7 >.74 0.04 0=4.0 55.3
34 0. -04.== 43.7 -7.4> 07.> 3.=4 =.75 -0.=3 00.> 3.54 03.4 .> 57.=0
35 0. 0.3> 0.7 >>.4= >>.5> 03.>7 7. >=.0 0.40 0=.>0 0=.7 037. 037.00
3= 0. -4.30 >4.0= ->5.0 40.35 4.54 3.>> 7.0= -0.5 -0.>7 034.47 -34.= 00.=>
3> 0. 75.>3 >4. 53. 40.3 003.4 >5. 7=.4 57.=5 3=.5 034.55 303.4 00.>4
37 0. -0=.=3 =.= -40.4 .>7 .=3 3>.45 -03.=5 .> 3.57 04.0 -0.0 70.30
30 0. 0.3 0.7 >5.5 00.> 0.>> 37.5 >5.37 3.0 0=.>5 07.4 03=.4 05.=0
300 0. -4.= 05.=5 ->>.> =.74 .5 0.> >.0 -. -3.>4 04=.0> -3=.55 03.3=
30 0. 7.>= 05.>4 50.5 =3. 00.40 75.> 75.3 >.35 34.3 04=.> 300.7 03.=
303 0.5 -=.3= 75.=5 -55.0 4>.0 33. 05.3 0. -.5 3.5 04.37 ->.3> 004.=4
30 0.5 -.=5 0.0 -3. 03.3= 4.4 3=.00 5.0 0>.> 4.>= 077.5 0.3 050.
30 0.
3 0.
33 0.
3 0.
34 0.
35 0.
3= 0.
3> 0.
LoadCase
Load*actor
forDesign
*actored /ending !oment aout a8is atPedestal *ace
*actored /ending !oment aout A a8is atPedestal *ace
*actored Shear *orce ?%ne-4a3@ for CriticaSection Parallel to a8is
4ithout the effect ofdesign 4ater tale
4ith the effect ofdesign 4ater tale
4ithout the effect ofdesign 4ater tale
4ith the effect ofdesign 4ater tale
4ithout the effect ofdesign 4ater tale
4ith the effect ofdesign 4ater tale
!u1
!u2
!u14
!u24
!uA1
!uA2
!uA14
!uA24
S*u1
S*u2
S*u14
S*u24
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)ppendi8-=. Critical /ending !oments Shear *orces ?*actored@
LoadCase
Load*actor
forDesign
*actored /ending !oment aout a8is atPedestal *ace
*actored /ending !oment aout A a8is atPedestal *ace
*actored Shear *orce ?%ne-4a3@ for CritSection Parallel to a8is
4ithout the effect ofdesign 4ater tale
4ith the effect ofdesign 4ater tale
4ithout the effect ofdesign 4ater tale
4ith the effect ofdesign 4ater tale
4ithout the effect ofdesign 4ater tale
4ith the effect design 4ater ta
!u1
!u2
!u14
!u24
!uA1
!uA2
!uA14
!uA24
S*u1
S*u2
S*u14
S*u
37 0.
30 0.
300 0.
30 0.
303 0.5
30 0.5
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)ppendi8-=. Critical /ending !oments Shear *orces ?*actored@
LoadCase
Load*actor
forDesign
*actored /ending !oment aout a8is atPedestal *ace
*actored /ending !oment aout A a8is atPedestal *ace
*actored Shear *orce ?%ne-4a3@ for CritSection Parallel to a8is
4ithout the effect ofdesign 4ater tale
4ith the effect ofdesign 4ater tale
4ithout the effect ofdesign 4ater tale
4ith the effect ofdesign 4ater tale
4ithout the effect ofdesign 4ater tale
4ith the effect design 4ater ta
!u1
!u2
!u14
!u24
!uA1
!uA2
!uA14
!uA24
S*u1
S*u2
S*u14
S*u
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)ppendi8-=. Critical /ending !oments Shear *orces ?*actored@
LoadCase
Load*actor
forDesign
*actored /ending !oment aout a8is atPedestal *ace
*actored /ending !oment aout A a8is atPedestal *ace
*actored Shear *orce ?%ne-4a3@ for CriticSection Parallel to a8is
4ithout the effect ofdesign 4ater tale
4ith the effect ofdesign 4ater tale
4ithout the effect ofdesign 4ater tale
4ith the effect ofdesign 4ater tale
4ithout the effect ofdesign 4ater tale
4ith the effect odesign 4ater ta
!u1
!u2
!u14
!u24
!uA1
!uA2
!uA14
!uA24
S*u1
S*u2
S*u14
S*u
!a8imum 26,= 177,0 26=,02 110,2 11=,B7 6,7 ,0B 0,=6 =7,26 1,67 =1=,7B 161,
!inimum -B7,2 16,22 -,0 -1,B -12,0 =, -2,B6 -12,60 -=,B 66,67 -=,66 =2,
for design 4ith )ctual Pile Loads.
01 (or tension at +otto/ 26,= 9N-/
1 (or tension at top ,0 9N-/
a1 Ma*i/)/ (a%tored KM& M)F
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)ppendi8-=. Critical /ending !oments Shear *orces ?*actored@
LoadCase
Load*actor
forDesign
*actored /ending !oment aout a8is atPedestal *ace
*actored /ending !oment aout A a8is atPedestal *ace
*actored Shear *orce ?%ne-4a3@ for CriticSection Parallel to a8is
4ithout the effect ofdesign 4ater tale
4ith the effect ofdesign 4ater tale
4ithout the effect ofdesign 4ater tale
4ith the effect ofdesign 4ater tale
4ithout the effect ofdesign 4ater tale
4ith the effect ofdesign 4ater tal
!u1
!u2
!u14
!u24
!uA1
!uA2
!uA14
!uA24
S*u1
S*u2
S*u14
S*u2
01 (or tension at +otto/ 11=,B7 9N-/
1 (or tension at top 2,B6 9N-/
=7,26 9N
=B,B 9N
0.4 =>.5> =>.5> 3>>.> 3>>.> >35.= >35.= 05.0 05.0
0.4 -3.3 -3.3 -047.5 -047.5 ->>.3 ->>.3 -0.7 -0.7
for design 4ith *ull Capacit3 of Piles.
i1 (or tension at +otto/ 2,6 9N-/
ii1 (or tension at top =72,=2 9N-/
i1 (or tension at +otto/ =, 9N-/
ii1 (or tension at top 1B,67 9N-/
=6, 9N
1276,01 9N
+1 Ma*i/)/ (a%tored KM& M)G
%1 Ma*i/)/ (a%tored shear (or%e& V)F
d1 Ma*i/)/ (a%tored shear (or%e& V)G
)ppendi8-=. Critical /ending !oments Shear *orces ?*actored@ for *ull Capacit3 of Piles
LoadCase
Load*actor
for
Design
*actored /ending!oment aout a8is
at Pedestal *ace
*actored /ending!oment aout A a8is
at Pedestal *ace
*actored Shear *orce?%ne-4a3@ for CriticalSection Parallel to
a8is
*actored Shear *orce?%ne-4a3@ for CriticalSection parallel to A
a8is
!u1
!u2
!uA1
!uA2
S*u1
S*u2
S*uA1
S*uA2
(orKotto/Tension
(or TopTension
a1 Ma*i/)/ (a%tored KM& M)F
+1 Ma*i/)/ (a%tored KM& M)G
%1 Ma*i/)/ (a%tored shear (or%e& V)F
d1 Ma*i/)/ (a%tored shear (or%e& V)G
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L%)D I" PIL(S C'(CG
P1 P2 P= P7
30 ==.70 04.3 ==.>7 04.>
3 .7= 0>.45 .75 0>.45
33 53.70 =. 47.33 57.5
3 4>.7= 57.55 53.43 =.
34 05.5 =>.=> 00.07 =3.=
35 54.77 03.35 5.73 >.30
3= 7.5 03=.57 >.53 0>.5
3> >=. 033 >5.>5 03.5
37 033. =>.0 03=.45 >.4
30 7.= 0.47 7=.7 0=.0
300 007. 035.70 00>.77 035.>>30 00.05 03. 03. 00.>
303 73. 0.>3 >>.3> 007.=7
30 033.0 05.5 03=.5 040.05
30 0.4 50.=> 0. 50.=5
3 7.0= 7.= 7.05 7.=0
33 >>. >.7 >3.3> =4.5
3 >3.3> =5. >>. >.>
34 4=.7 00>.77 4.5 003.74
35 0.57 047.4 00=.5= 04.
3= 3.> 03=.57 073.0 0=.>
3> 07>.0 033.07 07>.0> 03.75
37 57.3 05.5 =3. 055.3
30 03. .33 03>.> 5.=
300 0.> 0>.== 0.34 0>.3
30 0.04 0=5.= 07.3 0>4.
303 00.0 030.>0 5.0 05.>
30 4>.4 3.57 5.>> >.4
LoadCase
Load on Piles - >" ?4ithout the effect of design 4ater tale@
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L%)D I" PIL(S C'(CG
P1 P2 P= P7
LoadCase
Load on Piles - >" ?4ithout the effect of design 4ater tale@
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L%)D I" PIL(S C'(CG
P1 P2 P= P7
LoadCase
Load on Piles - >" ?4ithout the effect of design 4ater tale@
!a8, 26,0= 21=,=6 2=,7 21,17
!e'end: ; - 1 indi%ates tensile load in pile
8or %he%9in' the sa(et, o( piles& in%rease (a%tors (or pile %apa%ities are %onsidered ;here2er appli%a+le1.
Ma*i/)/ 2erti%al load in pile =3. 9N ;)n(a%tored1
Mini/)/ 2erti%al load in pile 04.> 9N ;)n(a%tored1
Ma*i/)/ shear in pile 04.33 9N ;)n(a%tored1
H 8or the %al%)lation o( /ini/)/ 2erti%al load in pile& the e((e%t o( desi'n ater ta+le is %onsidered.
Critical Loads in Pile.